Method and apparatus for increasing the capacity and stability of a single-pole tower

ABSTRACT

A support structure for use with an existing single pole tower and a method for supporting additional loading of the existing pole tower are disclosed. The single pole tower has a pole anchored to an existing foundation and supports a first load. The support structure has a number of sleeves surrounding the pole with a bottom sleeve anchored to a new foundation surrounding the existing foundation. Load transfer plates are disposed between the existing tower and sleeves and load transfer bolts extending through the sleeves are torqued against the load transfer plates for stabilizing the loaded tower. One or more additional loads may be attached to one of the sleeves.

RELATED APPLICATION

This application is related to application Ser. No. 09/557,266 filed onApr. 24, 2000, the disclosure of which is hereby incorporated byreference. This application is a continuation in part of applicationSer. No. ______, filed Oct. 26, 2001, entitled Method and Apparatus forIncreasing the Capacity and Stability of a Single-Pole Tower, which is acontinuation of the aforementioned application Ser. No. 09/557,266.

TECHNICAL FIELD

The present invention relates generally to a method and an apparatus forincreasing the capacity and stability of a single-pole tower. Moreparticularly, the invention relates to a method and an apparatus thatemploys a sleeve and an array of load transfer plates to improve loaddistribution and add structural stability to a single-pole tower andthereby increase its capacity to support additional equipment andwithstand environmental loads.

BACKGROUND OF THE INVENTION

The increase in wireless telecommunications traffic has resulted aconcomitant increase in the need for pole-mounted transmission equipmentof all kinds. Not only do wireless service providers need to installequipment covering new geographic areas, competing service providers andothers also need to install additional equipment covering the same orsimilar geographic areas. To date, the solution to both problemsnormally includes purchasing additional land or easements, applying forthe necessary government permits and zoning clearances, and constructinga new tower for the new transmission equipment.

Purchasing land or easements, however, is becoming increasinglyexpensive particularly in urban areas where the need for wirelesstelecommunications is greatest. Zoning regulations often limit theconstruction of new towers in the vicinity of existing towers or mayprohibit the construction of new towers in the most suitable locations.The expense and delay associated with the zoning process often may becost-prohibitive or so time-consuming that construction of the new toweris not feasible. Even when zoning regulations can be satisfied andpermits can be obtained, the service provider must then bear the burdenand expense associated with the construction and the maintenance of thetower.

The tower itself must be designed to support the weight of thetelecommunications transmission equipment as well as the forces exertedon the pole by environmental factors such as wind and ice. The equipmentand the environmental factors produce forces known as bending momentsthat, in effect, may cause a single-pole tower to overturn if notdesigned for adequate stability. Traditionally, single-pole towers havebeen designed to withstand the forces expected form the equipmentoriginally installed on the pole. Very few single-pole towers, however,are designed with sufficient stability to allow for the addition of newequipment.

Thus, there is a need for a method and an apparatus for increasing thecapacity and stability of a single-pole tower that will support theweight of additional equipment and support the additional environmentalforces exerted on the pole. The prior art shows various brackets usedfor restoring the strength of a weakened or damaged section of a woodenpole. An example of a known pole restoration system is shown in U.S.Pat. No. 4,991,367 to McGinnis entitled, “Apparatus and Method forReinforcing a Wooden Pole.” This reference describes an apparatus thatemploys a series of braces linked together around the circumference of atapered pole. The braces are then forced downward on the pole to wedgethe assembly tightly against the pole to provide support. This systemdoes not include an anchorage to the ground or base of the pole.

A number of other known restoration systems employ a first part attachedto the damaged section of the pole and a second part that is driven intothe ground to provide support. An example of such a system is shown inU.S. Pat. No. 4,756,130 to Burtelson entitled, “Apparatus forReinforcing Utility Poles and the Like.” This apparatus uses a series ofbrackets and straps attached to ground spikes. Another example of aknown pole restoration system is shown in U.S. Pat. No. 4,697,396 toKnight entitled, “Utility Pole Support.” This reference describes anapparatus with a series of brackets attached to a wooden utility pole. Aseries of tapered spikes are anchored on the brackets and then driveninto the ground to provide support. Additional examples of such a systemare shown in U.S. Pat. Nos. 5,345,732 and 5,815,994, both issued toKnight & Murray, entitled “Method and Apparatus for Giving Strength to aPole” and “Strengthening of Poles,” respectively. These referencesdescribe an apparatus with a nail or bridging beam driven through thecenter of the wooden pole. The nail is attached by linkages to a seriesor circumferential spikes that are then driven into the ground toprovide support.

In each of these systems, the brackets are fixable attached to a damagedwooden utility pole to provide a firm anchor for the ground spikes. Thespikes are driven into the ground immediately adjacent the pole to wedgethe spike tightly against the side of the pole. The functionality ofeach of these systems depends, therefore, on the rigid attachmentbetween the pole brackets and the spikes as well as the compression fitof the spikes between the ground and the pole. Further, these groundbased systems only function when the damaged pole section issufficiently near the ground for the bracket assembly to be attached tothe ground spikes. The capacity of these known systems to resist bendingmoments is dependent upon the height of the damaged section relative tothe ground as well as the characteristics of the soil and other naturalvariables. Moreover, each of these systems describes an apparatus forthe purpose of restoring a damaged pole to its original capacity, notfor the purpose of bolstering an existing pole to increase its capacity.

A support structure for supporting a load is shown in the aforementionedSer. No. 09/557,266. The support structure includes a single pole towerand a sleeve surrounding the pole. The pole and the sleeve are anchoredto an existing foundation, with the sleeve supporting a load. Anadditional cross-beam may be anchored to a new foundation that surroundsthe existing foundation and be anchored at diametrically opposite sidesfor additional support. A number of sleeves may be used with a firstsleeve anchored to the foundation, a second sleeve supporting the load,and one or more joinder sleeves positioned between the first sleeve andthe second sleeve. The pole also may support a second load. The totalheight of the number of sleeves may extend beyond the height of theexisting single pole tower. A number of load transfer pins arepositioned along at least one of the sleeves. The pins extend from theinside of the sleeve to the pole and apply pressure against the outersurface of the tower.

This structure may suffer from several disadvantages. Due to the pointcontact of the pins against the outer surface of the tower, such towershave limited capacity for increased loads. Each load transfer pinconcentrates the force and may readily damage the pole when tightened.Further, as more load is added to the pole, the original foundation aswell as the cross-beams anchored to the new foundation may be inadequatefor increased bending moments. Further, the use of pipe sections andwelded sleeve tabs are labor intensive and require close check thatproper welds are made to preclude failure upon application of bendingmoments.

Thus, there remains a need for a method and apparatus for increasing thecapacity and stability of a single-pole tower that will support theweight of additional equipment and support the additional environmentalforces exerted on the pole, while providing sufficient stability toresist the forces known as bending moments exerted by the new equipmentand the environmental forces. Such a method and an apparatus shouldaccomplish these goals in a reliable, durable, low-maintenance, andcost-effective manner.

SUMMARY OF THE INVENTION

The present invention provides an improved method and an apparatus forincreasing the capacity and stability of a single-pole tower.

In accordance with the present invention, there is a support structurefor retrofitting an existing single pole tower which has a pole anchoredto an existing foundation and supports a first load. The supportstructure has a number of sleeves surrounding the pole that may extendbeyond the height of the existing single pole tower. A second load isattached to an upper sleeve. Additional loads may be attached to one ormore of the sleeves. The loads may include one or moretelecommunications arrays.

In accordance with another feature of the present invention, a firstsleeve is anchored to a new foundation surrounding the existingfoundation and load transfer plates are interposed between at least oneof the sleeves and the outer surface of the existing single pole tower.

In accordance with the aforementioned application Ser. No. 09/557,266and the invention described therein, the sleeves are made out of metalsuch as a structural pipe with a minimum yield stress of about 42 ksi.The sleeves may have a first half and a second half. Each half may havea first side with a first sleeve tab and a second side with a secondsleeve tab. The sleeve tabs may have a number of apertures positionedtherein. There may be a number of sleeves, such as a first sleeve, asecond sleeve, and a third sleeve. The sleeves also may include a firstend with a first top flange plate and a second end with a second bottomflange plate. The second bottom flange plate of the first sleeve isanchored to the existing foundation. The flange plates also may have anumber of apertures positioned therein. As described in application Ser.No. 09/557,266, the sleeves include a number of load transfer pins. Theload transfer pins may have a bolt and one or more nuts. The pins extendfrom the sleeves to the pole so as to stabilize the loads. The pins maybe radially spaced around a vertical center axis of the sleeves. Thesleeves may include a plurality of access ports positioned therein.

In accordance with the present invention, sleeves are made of structuralplates with a minimum yield stress of about 65 ksi formed in a breakpress. There may be a number of sleeves, such as a first sleeve, asecond sleeve, and a third sleeve. The sleeves may have multiplepolygonal sections to enclose the pole. Each section has verticalflanges formed in the press. The sleeves also may include a first endwith a first top flange plate and a second end with a second bottomflange plate. Preferably, the first sleeve, however, has a base plate atthe second lower end for anchoring of the tower to the foundation.Preferably, a number of load transfer plates are associated with thesleeves. The load transfer plates may have a number of retention rods. Anumber of bolts are threaded through associated nuts that are welded tothe sleeves. The bolts extend from the sleeves and press against theplates to stabilize the existing pole. The load transfer plates may beradially spaced around a vertical center axis of the sleeves.

In accordance with the present invention, the base plate of the firstsleeve is anchored to a new foundation surrounding the existingfoundation by means of anchor bolts. The first flange plate of the firstsleeve may include a dimension to accommodate the second flange plate ofthe second sleeve while the first flange plate of the second sleeve mayinclude a dimension to accommodate the second flange plate of the thirdsleeve. The first end of the third or uppermost sleeve, as the case maybe, may include a cover plate.

One embodiment of the present invention provides a support structurethat surrounds an existing single pole tower: The existing single poletower is anchored to an existing foundation and supports a first load.The support structure includes sleeves that surround the existing singlepole tower. A first sleeve with a base plate attaches to a newfoundation that surrounds an existing foundation. A second sleeve isattached to the first sleeve and may support a second load. The secondsleeve may be attached to the first sleeve via one or more joindersleeves. One or more sleeves include associated load transfer plates.The existing single pole tower may be larger in height than thesurrounding sleeves, and may support additional loads.

A second embodiment of the present invention relates to a method thatallows for additional loading to be placed on a single pole tower. Thesingle pole tower includes a pole anchored to an existing foundation.The method includes the steps of surrounding the existing foundationwith a new foundation, positioning one or more sleeves around the pole,anchoring one of the sleeves to the new foundation, and supporting theadditional load on the sleeves. A first one of the number of sleeves maybe anchored to the new foundation, a second one of the sleeves may besupporting an additional load, and one or more joinder sleeves mayattach the first and the second sleeves. The method may further includethe step of attaching a number of load transfer plates to the sleeves soas to distribute and stabilize the additional load.

Thus, it is an object of the present invention to provide an improvedmethod and apparatus for retrofitting an existing single pole tower toincrease the capacity and stability of a single-pole tower.

It is another object of the present invention to provide an improvedmethod and apparatus for increasing the capacity and stability of asingle-pole tower wherein the apparatus will support the weight ofadditional equipment and the additional environmental forces exerted onthe pole.

It is still another object of the present invention to provide animproved method and apparatus for increasing the capacity and stabilityof a single-pole tower wherein the apparatus will support the weight ofadditional equipment and the additional environmental forces exerted onthe pole while also providing sufficient stability to resist the forcesknown as bending moments caused by the new equipment and theenvironmental forces.

Other objects, features, and advantages of the present invention willbecome apparent upon reading the following detailed description of thepreferred embodiment of the invention when taken in conjunction with thedrawings and the appended claims.

BRIEF DESCRIPTION OF THE DRAWINGS

FIG. 1 is a perspective view of the support structure of the presentinvention surrounding an existing tower.

FIG. 2 is a plan and elevation view of a bottom sleeve section of thepresent invention showing the access ports, the vertical flanges, aflange plate, and a base plate.

FIG. 3 is a plan and elevation view of a joinder sleeve section of thepresent invention showing the vertical flanges and the flange plates.

FIG. 4 is a plan and elevation view of a top sleeve section of thepresent invention showing the vertical flanges, a flange plate, and thepositioning of the load transfer plates.

FIG. 5 is a cross-sectional view of the sleeves and the existing pole.

FIG. 6 is a side plan and template view of the load transfer plates.

FIG. 7 is a cross-sectional view of the load transfer plates.

FIG. 8 is a sectional view of the sleeve at the base showing the baseplate, the anchoring means, and the new and existing foundations.

FIG. 9 is an elevation view of the base plate, gussets, anchor bolts,and foundation.

DETAILED DISCRIPTION OF THE DISCLOSED EMBODIMENT

Referring now in more detail to the drawings, in which like numeralsindicate like elements throughout the several views, FIG. 1 shows asingle pole tower 10 adapted to be retrofitted with the presentinvention. As is well known in the art, the single pole tower 10generally includes a pole 20 of varying height. The pole 20 is generallya hollow structure made from various types of steel, compositematerials, or other types of sufficiently rigid materials and may be twohundred (200) ft. in height. The pole 20 may be a tapered structure suchthat it decreases in width as its height increases. The pole 20 may bemounted on an existing foundation 30 by a base plate 40 and a pluralityof anchor bolts 50. The existing foundation 30 is generally a reinforcedconcrete structure that may be anchored by conventional means. The baseplate 40 and the anchor bolts 50 are generally made from various typesof steel or other types of sufficiently rigid materials. One or moreloads 60 may be fixedly attached to the pole 20. In the presentembodiment, the load 60 may include one or more types of conventionaltelecommunication arrays comprising arms extending outward andsupporting telecommunication devices fixedly attached by bolts or otherconventional types of attachment means. Such telecommunication arraysare well known in the art.

FIGS. 1-9 show the support structure 100 of the present invention. Thesupport structure 100 includes one or more sleeves 110 intended tosurround sections of the pole 20. FIG. 1 depicts a bottom sleeve 250, ajoinder sleeve 360, and a top sleeve 350. The sections may be made fromsubstantially rigid material such as hot-dipped galvanized ASTM A572structural plate having a minimum yield stress of about 65 ksi. Thesleeves of the support structure may exceed fifty (50) feet in length.It will be appreciated that other materials are equally suitable for themethod and apparatus disclosed herein depending upon the desiredcharacteristics of the support structure 100 as a whole.

As is shown in FIG. 2-4, the sleeves 10 each have two polygonal sections120, 130, however there may be more than two polygonal sections inalternative embodiments. In accordance with the present invention, thebottom sleeve 250 and joinder sleeve 360, illustrated in FIGS. 2 and 3respectfully, have twelve (12) polygonal sides. The number of polygonalsides of sleeves 250, 360 may be altered in accordance with the shape ofthe pole 20 and the number of sections that comprise each sleeve 110.The sections 120, 130 have a first edge 150, a second edge 160, a topportion 170, and a bottom portion 180. As seen in FIGS. 2-4, eachsection 120, 130 has a vertical flange 190 extending substantiallyparallel to the length of the section along the first edge 150 of thesections 120, 130 and a second vertical flange 200 extendingsubstantially parallel to the length of the section 120, 130 along thesecond edge 160 of the section 120, 130. The vertical flanges 190, 200are unitary elements with the sections 120, 130 and formed in a breakpress from the same galvanized ASTM 572 structural plate as sections120, 130.

The vertical flanges 190, 200 may have a plurality of aperture or boltholes 210 therein that align so as to connect the respective sections120, 130 by bolts 215 or other conventional types of fastening means.The bolts 215 preferably should comply with ASTM A-325 standards and aretypically 1½ inches. When joined along the vertical flanges 190, 200,the sections 120, 130 of the sleeves 110 form a largely hollow structurewith a diameter slightly greater that the greatest diameter of thatsection of the pole 20 the particular sleeve 110 is intended tosurround.

The sections 120, 130 may have a first flange plate 220 encircling thetop portion 170 of both sections 120, 130 and a second flange plate 230encircling the bottom portion 180 of both sections 120, 130. The flangeplates 220, 230 are welded to the sections 120, 130 and may also be madefrom hot-dipped galvanized ASTM 572 structural plate or similarmaterials. All welds of the present invention should preferably complywith AWS A5.1 or A5.5, E80xx standards. The width of the flange plates220, 230 may vary so as to accommodate the additional sleeves 110 ofvarying size. The flange plates 220, 230 may have a plurality ofapertures or bolt holes 240 therein so as to connect the sleeves 110 bya number of bolts 245 or by other conventional types of fastening meansas described in more detail below. The bolts 245 should comply with ASTMA-325 standards and are typically 1¼ inches. Several gussets 300 arewelded to each flange plate 220, 230, as well as base plate 280 and tothe corresponding sleeve 110 for stiffening.

FIG. 5 shows the sleeve 110 encircling an existing pole 20. Verticalflange 190 of section 120 is joined with vertical flange 200 of section130 by bolt 200 a, and vertical flange 200 of section 120 is joined withvertical flange 190 of section 130 by bolt 200 b. The sections 120, 130of the sleeve 110 are positioned around the existing pole 20 such thatthe central vertical axis of sleeve 110 is aligned with the centervertical axis of pole 20. The diameter of the sleeve 110 is slightlylarger than the diameter of the pole tower 20.

In accordance with the present invention, a number of load transferplates 310 are positioned along the length of sleeve 350 of supportstructure 100 as shown in FIGS. 6 and 7. Sleeve 350, the top sleeve 110of support structure 100, is shown in FIG. 4 and is defined by eighteen(18) polygonal sides allowing it to bear eight (8) load transfer plates310. In accordance with the present invention, the number of polygonalsides of sleeve 350 is relative to the size and shape of pole 20 as wellas the weight and distribution of load 60. As shown in FIG. 6 a, eachplate 310 may have a number of threaded retention studs 320 and loadtransfer plate bolts 330. One end of each retention stud 320 is weldedto the short side center of the associated load transfer plates 310 andis fed through the retention stud holes 365 on sleeve 350. Verticalspacing between the retention studs 320 is relative to the height of thesleeve 350. Each stud 320 is secured by two or more retention stud nuts380 on the outside of the sleeve 350. The retention studs 320 initiallyserve to hold the load transfer plates 310 in place while the sleeve 350is raised and secured by the flange plates 220, 230 to adjoining sleeves350, 360. After the sleeve sections 120, 130 has been bolted to itsadjoining sleeves 120, 130 and surrounds the existing pole 20, the loadtransfer bolts 330 are adjusted to push the load transfer plate 310against the existing pole 20 to provide structural support. The loadtransfer bolts 330 pass through the sleeve 350 to make contact with theload transfer plate 310 at alternating off-center positions as indicatedon the template of FIG. 6 b. The exact position of each load transferbolt 330 is designed relative to the height and the vertical center axisof the sleeve 350. Torque is applied to a desired level to each nut 390,including those nuts 380 of the retention studs 320, to snug the loadtransfer plate 310 against the existing pole 20. In an alternativeembodiment, any sleeve 110 may be associated with the load transferplate 310 and is dependent on the height of the existing pole 20 as wellas the weight and distribution of load 60.

The sleeves 110 also may have one or more access ports 340, shown inFIGS. 1 and 2, positioned therein as in sleeve 250. The access ports 340may be apertures of varying size and shape in the sleeves 110. Theaccess ports 340 provide access to the interior wires or cables on theexisting pole 20 for inspection, repair, or the addition of new wiringor cables.

As most clearly shown in FIG. 8, the base of the support structure 100includes an existing foundation 30 surrounded by a new foundation 430which receives additional anchor bolts 34 mounted to base plate 280.Base plate 280 is welded to the bottom portion 180 of the first sleeve250. As is shown in FIG. 9, the base plate 280 rests on the existingbase plate 40 of the existing pole 20 and both the base plate 280 andfirst sleeve 250 have notches 31, 270 to allow the existing anchor bolts50 to remain intact. The base plate 280 has anchor bolt holes 32 thatthe anchor bolts 34 pass through. The anchor bolts 34 are secured abovethe base plate 280 by nuts 33 although the number of anchor bolts 34 arerelative to the diameter of the existing pole 20 and existing base plate40. The new foundation 430 is comprised of a concrete ring 490surrounding the existing concrete pier 35 and receives the anchor bolts34. The anchor bolts 34 may be 2¼ in. diameter #18J ASTM 615 bolts thatare 8 ft 8 in. in length or similar. To strengthen the foundation 430,the concrete ring 490 may be anchored with several rows of #9 rebar 36set into the existing concrete pier 35. The rows of #9 rebar 36 as shownin FIG. 8 are in a single column. Multiple columns diametricallysurround the existing concrete pier 35. The #9 rebar 36 are fixed intothe existing concrete 35 with epoxy 37 for a snug fit. The #9 rebar 36may be offset slightly to avoid any existing vertical rebar in theexisting concrete 35. Parallel pairs of #4 rebar 38 may be setvertically perpendicular to each column of #9 rebar 36 for additionalstrength in the concrete ring 490. A pair of circular rings of #4 rebar39 may be set into the new concrete 490 at each row of #9 rebar 36, withboth members of the pair having a diameter less than that of the newconcrete ring 490, and one of the members having a larger diameter thanthe other. Embeco 636 or equivalent high strength, non-shrink grout 41seals the space between the new base plate 280 and the new foundation430. The number and placement of all rebar is dependent on the diameterof the new concrete ring 490.

Referring again to FIG. 1, it will be seen that a number of the sleeves110 may be used to increase the capacity of an existing tower. Forexample, support structure 100 may comprise three sleeves 110, a bottomsleeve 250, a joinder sleeve 360, and a top sleeve 350. However, anynumber of sleeves 110 may be used. The sleeves 110 may be of varyingsize in terms of shape, length, width, or thickness. In accordance withthe present invention, all or less than all of the sleeves 110 may beassociated with the load transfer plates 310. Further, sleeves 110 ofvarying size and shape may be used together. The existing pole 20 islikely to be tapered in width as the pole extends in height. Each sleeve250, 360, 350 therefore may be progressively smaller in height, width,and thickness.

The third sleeve 350, or whichever sleeve 110 is positioned on top, maybe sealed at the top with a cover plate 370. The cover plate 370 extendsin a close fit from the perimeter of the existing pole 20. The coverplate 370 may be sealed in a watertight fashion with a silicon sealant.The cover plate 370 may be constructed of ¼-inch steel, such ashot-dipped galvanized ASTM 572 structural plate or similar materials.The cover plate 370 may be welded to the top portion 170 of the thirdsleeve 350.

For example, in a typical five (5) sleeve 110 embodiment, a first sleeve250 may have a height of about 40 ft., a width of about 52 in. at thebottom portion 180, a width of about 44 in. at the top portion 170, anda thickness of about ⅜ in; a first joinder sleeve 360 may have a heightof about 40 ft., a width of about 44 in. at the bottom portion 180, awidth of about 37 in. at the top portion 170, and a thickness of about ⅜in; a second joinder sleeve 360 may have a height of about 23 ft., awidth of about 37 in. at the bottom portion 180, a width of about 32 in.at the top portion 170, and a thickness of about ¼ in; a third joindersleeve 360 may have a height of about 15 ft., a width of about 32 in. atthe bottom portion 180, a width of about 30 in. at the top portion 170,and a thickness of about ¼ in; a top sleeve 350 that is associated withthe load transfer plates 310 may have a height of about 8 ft., a widthof about 36 in. at the bottom portion 180, a width of about 32 in. atthe top portion 170, and a thickness of about ⅜ in.

One or more telecommunications arrays may be positioned on the supportstructure 100. The telecommunication arrays may be of conventionaldesign and may be identical to an existing telecommunication array. Thetelecommunication arrays may be attached to the support structure 100 bybolts or by other conventional types of attachment means. As is shown inFIG. 1, the existing telecommunication array may remain positioned onthe existing pole 20, while new arrays are added to the supportstructure 100. Alternatively, the original array and the new arrays maybe positioned on the support structure 100. The support structure 100may have a height that is less than, equal to, or greater than theheight of the existing pole 20. The support structure 100 may supportany type of load 60 in addition to the telecommunications arrays.

In use, the support structure 100 as described herein should be able tosupport loads of about two thousand (2,000) to forty thousand (40,000)lbs. at heights of between about thirty (30) to two hundred fifty (250)ft. while withstanding basic wind speeds of up to about one hundredtwenty (120) miles per hour or a combined environmental load of wind atabout sixty (60) miles per hour and a layer of radial ice of about ½ in.thick surrounding the support structure 100. The support structure 100has adequate independent strength and stability to support itstelecommunications arrays while also combining with the existing pole 20via the load transfer plates 310 to provide superior strength andstability to the combined structure as a whole.

While this invention had been described in conjunction with specificembodiments thereof, it is evident that many alternatives, modificationsand variations will be apparent to those skilled in the art.Accordingly, the preferred embodiments of the invention as set forthherein, are intended to be illustrative, not limiting. Various changesmay be made without departing from the true spirit and full scope of theinvention as set forth herein and defined in the claims.

1. A support structure for use with an existing single pole tower, said single pole tower comprising a pole anchored to an existing first foundation and supporting a first load, said structure comprising a plurality of sleeves, each said sleeve comprising a plurality of polygonal sections, said sections being joined such that said plurality of sleeves surrounds said pole, and a first one of said plurality of sleeves being anchored to a second foundation.
 2. The support structure of claim 1, wherein said existing tower includes a first base plate anchoring said tower to said first foundation, said first one of said plurality of sleeves comprising a second base plate overlying said first base plate and extending over said second foundation, said second base plate being anchored to said second foundation.
 3. The support structure of claim 1, wherein said second foundation comprises a new foundation that surrounds the said existing foundation.
 4. The support structure of claim 1, wherein said sleeves comprise a bent structural plate.
 5. The support structure of claim 1, wherein each of said plurality of sleeves comprises at least a first section and at least a second section, each section comprising a plurality of polygonal vertical side.
 6. The support structure of claim 5, wherein each of said plurality of sleeves comprises at least twelve said polygonal vertical sides.
 7. The structural support of claim 5, wherein each of said polygonal sections comprise a first edge and a second edge, said first edge comprising a first bent vertical flange and said second edge comprising a second bent vertical flange.
 8. The support structure of claim 7, wherein at least one of said plurality of sleeves comprises a plurality of load transfer plates associated therewith for stabilizing the loaded tower.
 9. The support structure of claim 8, wherein each of said plurality of load transfer plates comprise a load bearing plate disposed adjacent to said pole and further comprising a plurality of bolts extending through said sleeves and bearing on said plate for distributing load on said tower.
 10. The support structure of claim 8, wherein said plurality of load transfer plates comprise radial spacing around a vertical axis of said sleeves.
 11. A support structure for use with an existing single pole tower, said tower comprising a pole anchored to a foundation and supporting a first load, said support structure comprising, a first sleeve anchored to a second foundation, and a second sleeve fixedly attached to said first sleeve, wherein said first and second sleeves surround said pole and are associated with load transfer plates disposed between the pole and the sleeves for stabilizing the loaded tower.
 12. The support structure of claim 11, wherein said first and second sleeves are fixedly attached by a number of joinder sleeves.
 13. The support structure of claim 11, further comprising a second load fixedly attached to any of said sleeves.
 14. A support structure for use with an existing single pole tower, said tower comprising a pole anchored to a foundation, said support structure comprising, at least one sleeve surrounding said pole, and a load transfer plate disposed between said sleeve and said pole.
 15. A method for supporting additional loads on a single pole tower, wherein said single pole tower comprises a pole anchored to an existing first foundation and supporting a first load, said method comprising the steps of: surrounding the first foundation with a second foundation, positioning one or more sleeves around said pole, anchoring said one or more sleeve to said second foundation, and supporting said additional load on said one or more sleeves.
 16. The method of claim 15, further including disposing load transfer plates between the pole and the sleeves and torquing load transfer bolts against the load transfer plates until the load transfer plates are snugly positioned against the existing tower.
 17. The method of claim 16, wherein said load transfer bolts are tightened against the load transfer plates to stabilize the loaded tower.
 18. The method of claim 17, further comprising the step of attaching said first and said second sleeve by one or more joinder sleeves.
 19. The method of claim 15, wherein said sleeves comprise a bent structural plate. 